1、Designation: C 1504M 04e2Standard Specification forManufacture of Precast Reinforced Concrete Three-SidedStructures for Culverts and Storm Drains (Metric)1This standard is issued under the fixed designation C 1504M; the number immediately following the designation indicates the year oforiginal adopt
2、ion or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.e1NOTEEditorial changes were made throughout in March 2005.e2NOTE“Fabric” was editor
3、ially changed to “reinforcement” throughout in October 2007.1. Scope1.1 This specification covers single-cell precast convention-ally reinforced concrete three-sided structures intended to beused for the construction of culverts and for the conveyance ofstorm water.1.2 This specification is the metr
4、ic counterpart of Specifi-cation C 1504; therefore, no imperial equivalents are presentedin this specification.NOTE 1This specification is primarily a manufacturing and purchas-ing specification. The successful performance of this product dependsupon the proper selection of the geometric section, be
5、dding, backfill, andcare that the installation conforms to the construction specifications. Thepurchaser of the precast reinforced concrete three-sided structure specifiedherein is cautioned that he must properly correlate the loading conditionsand the field requirements with the geometric section s
6、pecified andprovide for inspection at the construction site.2. Referenced Documents2.1 ASTM Standards:2A 82/A 82M Specification for Steel Wire, Plain, for Con-crete ReinforcementA 185/A 185M Specification for Steel Welded Wire Rein-forcement, Plain, for ConcreteA 496/A 496M Specification for Steel W
7、ire, Deformed, forConcrete ReinforcementA 497/A 497M Specification for Steel Welded Wire Rein-forcement, Deformed, for ConcreteA 615/A 615M Specification for Deformed and PlainCarbon-Steel Bars for Concrete ReinforcementA 616/A 616M Specification for Rail-Steel Deformed andPlain Bars for Concrete Re
8、inforcement3A 617/A 617M Specification for Axle-Steel Deformed andPlain Bars for Concrete Reinforcement3A 706/A 706M Specification for Low-Alloy Steel De-formed and Plain Bars for Concrete ReinforcementC 31/C 31M Practice for Making and Curing Concrete TestSpecimens in the FieldC33 Specification for
9、 Concrete AggregatesC 39/C 39M Test Method for Compressive Strength of Cy-lindrical Concrete SpecimensC 150 Specification for Portland CementC 309 Specification for Liquid Membrane-Forming Com-pounds for Curing ConcreteC 494/C 494M Specification for Chemical Admixtures forConcreteC 497M Test Methods
10、 for Concrete Pipe, Manhole Sec-tions, or Tile MetricC 595 Specification for Blended Hydraulic CementsC 618 Specification for Coal Fly Ash and Raw or CalcinedNatural Pozzolan for Use in ConcreteC 822 Terminology Relating to Concrete Pipe and RelatedProductsC 989 Specification for Ground Granulated B
11、last-FurnaceSlag for Use in Concrete and MortarsC 1116 Specification for Fiber-Reinforced Concrete andShotcrete2.2 AASHTO Standard:Standard Specifications for Highway Bridges43. Terminology3.1 DefinitionsFor definitions of terms, see TerminologyC 822.1This specification is under the jurisdiction of
12、ASTM Committee C13 onConcrete Pipe and is the direct responsibility of Subcommittee C13.07 onAcceptance Specifications and Precast Concrete Box Sections.Current edition approved Oct. 1, 2004. Published November 2004. Originallyapproved in 2001. Last previous edition approved in 2003 as C 1504M 03.2F
13、or referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3Withdrawn.4American Association of State Highway and Transport
14、ation Officials(AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.4. Types4.1 Precast reinforced concrete three-sided structures manu-factured in accordance with this spe
15、cification shall be desig-nated by span, rise, and design earth cover.5. Basis of Acceptance5.1 Acceptability of the three-sided sections produced inaccordance with Section 7 shall be determined by the results ofthe concrete compressive strength tests described in Section10, by the material requirem
16、ents described in Section 6, and byinspection of the finished three-sided sections.5.2 Three-sided sections shall be considered ready foracceptance when they conform to the requirements of thisspecification.6. Materials6.1 Reinforced ConcreteThe reinforced concrete shallconsist of cementitious mater
17、ials, mineral aggregates andwater, in which steel has been embedded in such a manner thatthe steel and concrete act together.6.2 Cementitious Materials:6.2.1 CementCement shall conform to the requirementsfor portland cement of Specification C 150 or shall be portlandblast-furnace slag cement or port
18、land-pozzolan cement con-forming to the requirements of Specification C 595, except thatthe pozzolan constituent in the Type IP portland pozzolancement shall be fly ash.6.2.2 Fly AshFly ash shall conform to the requirements ofSpecification C 618, Class F or Class C.6.2.3 Ground Granulated Blast-Furn
19、ace Slag (GGBFS)GGBFS shall conform to the requirements of Grade 100 or 120of Specification C 989.6.2.4 Allowable Combinations of Cementitious MaterialsThe combination of cementitious materials used in concreteshall be one of the following:(1) Portland cement only,(2) Portland blast-furnace slag cem
20、ent only,(3) Slag modified portland cement only,(4) Portland pozzolan cement only,(5) A combination of portland cement and fly ash,(6) A combination of portland cement and ground granu-lated blast-furnace slag,(7) A combination of portland cement, ground granulatedblast furnace slag (not to exceed 2
21、5% of the total cementitiousweight), and fly ash (not to exceed 25% of the total cementi-tious weight).6.3 AggregatesAggregates shall conform to SpecificationC33, except that the requirements for gradation shall notapply.6.4 Admixtures and BlendsAdmixtures and blends may beused with the approval of
22、the purchaser.6.4.1 Air Entraining AdmixturesAir entraining will berequired on all products produced with positive slump, wet-cast concrete and shall conform to the requirements of Speci-fication C 494/C 494M.6.5 Steel ReinforcementReinforcement shall consist ofwelded wire reinforcement conforming t
23、o SpecificationsA 185/A 185M or A 497/A 497M or deformed and plain steelbars for reinforced concrete conforming to SpecificationA 615/A 615M, Grade 60, A 616/A 616M,orA 617/A 617M.Longitudinal distribution reinforcement may consist of weldedwire reinforcement or deformed billet-steel bars conforming
24、 toSpecification A 615/A 615M, Grade 60.NOTE 2This specification does not address reinforcement with pre-stressing strand or any other form of pre-tensioning or post-tensioning.6.6 Synthetic FibersCollated fibrillated virgin polypropy-lene fibers may be used, at the manufacturers option, inthree-sid
25、ed structures as a nonstructural manufacturing mate-rial. Only type III synthetic fibers designed and manufacturedspecifically for use in concrete and conforming to the require-ments of Specification C 1116 shall be accepted.7. Design7.1 Design CriteriaThe three-sided sections dimensionsand reinforc
26、ement details shall be as required by design, inaccordance with Section 17.8 of the AASHTO StandardSpecifications for Highway Bridges. The minimum concretecompressive strength shall be 35 MPa, and the minimum steelyield strength shall be 445 MPa for welded-wire reinforcementand 411 MPa for deformed
27、billet-steel bars.7.2 Placement of ReinforcementThe cover of concreteover the circumferential reinforcement shall be 25 mm, subjectto the provisions of Section 11. The clear distance of the endcircumferential wires shall be not less than 13 mm nor morethan 50 mm from the ends of each section. For th
28、ree-sidedsections covered by less than 0.6 m of fill, minimum cover forthe reinforcement in the top of the top slab shall be 50 mm,subject to the provisions of Section 11. Reinforcement shall beassembled utilizing any combination of single or multiplelayers of welded-wire reinforcement, not to excee
29、d three layersor utilizing single or multiple layers of deformed billet steelbars, not to exceed two layers. The welded-wire reinforcementon 7.3 shall be composed of circumferential and longitudinalwires meeting the spacing requirements of 7.3 and shallcontain sufficient longitudinal wires extending
30、 through thethree-sided section to maintain the shape and position ofreinforcement. Longitudinal distribution reinforcement may bewelded-wire reinforcement or deformed billet-steel bars andshall meet the spacing requirements of 7.3. The ends of thelongitudinal distribution reinforcement shall not be
31、 more than50 mm from the ends of a three-sided section. The exposure ofthe ends of longitudinals, stirrups, and spacers used to positionthe reinforcement shall not be a cause for rejection.7.3 Laps, Welds, and SpacingSplices in the circumferen-tial reinforcement shall be made by lapping. For welded
32、wirereinforcement, the overlap measured between the outermostlongitudinal wires of each reinforcement sheet or the outermostbars shall not be less than the spacing of the longitudinal wiresplus 50 mm but not less than 250 mm. For splices of deformedbillet steel bars, the overlap shall meet the requi
33、rements ofAASHTO. The outside circumferential reinforcement in thetop slab shall be continuous with or be lapped with the outsidecircumferential reinforcement in the sides. If welds are made towelded wire reinforcement circumferential reinforcement, theyshall be made only to selected circumferential
34、 wires that arenot less than 450 mm apart along the longitudinal axis of theC 1504M 04e22three-sided section. When spacers are welded to circumferen-tial wires, they shall be welded only to these selected circum-ferential wires. There shall be no welding to other circumfer-ential wires. No welds sha
35、ll be made to the insidecircumferential wires in the middle third of the top span. Nowelds shall be made to the outside circumferential wires in thetop span within one fourth of the span from the corners or inany location in either leg. Welding of deformed billet steel barcircumferential reinforceme
36、nt is prohibited in all cases. Whendistribution reinforcement is to be fastened to a cage bywelding, it shall be welded only to longitudinal wires or barsand only near the ends of the three-sided section. The spacingcenter to center of the circumferential (wires) reinforcementshall not be less than
37、50 mm nor more than 100 mm for weldedwire reinforcement or less than 50 mm nor more than 200 mmfor deformed billet steel bars. The spacing center to center ofthe longitudinal reinforcement shall not be more than 200 mmfor welded wire reinforcement or more than 300 mm fordeformed billet steel bars. I
38、f welds are made to Grade 60reinforcing bars, weldable bars conforming to SpecificationA 706/A 706M shall be used.8. Joints8.1 The precast reinforced concrete three-sided structuresshall be produced with tongue and groove ends, flat butt endsor key-way ends. The ends shall be of such design and the
39、endsof the three-sided sections so formed that each section can belaid together to make a continuous line of sections compatiblewith the permissible variations given in Section 11.9. Manufacture9.1 MixtureThe aggregates shall be sized, graded, propor-tioned, and mixed with such proportions of cement
40、itiousmaterials and water as will produce a homogeneous concretemixture of such quality that each section will conform to thetest and design requirements of this specification. All concreteshall have a water-cementitious materials ratio not exceeding0.53 by weights. Cementitious materials shall be a
41、s specified in6.2 and shall be added to the mix in a proportion not less than280 kg/m3unless mix designs with a lower cementitiousmaterials content demonstrate that the quality and performanceof the three-sided sections meet the requirements of thisspecification.9.2 CuringThe three-sided sections sh
42、all be cured for asufficient length of time so that the concrete will develop therequired compressive strength by the time of delivery. Any oneof the following methods of curing or combinations thereofmay be used:9.2.1 Steam CuringThe three-sided section may be lowpressure, steam-cured by a system t
43、hat will maintain a moistatmosphere.9.2.2 Water CuringThe three-sided section may be water-cured by any method that will keep the sections moist.9.2.3 Membrane CuringA sealing membrane conformingto the requirements of Specification C 309 may be applied andshall be left intact until the required conc
44、rete compressivestrength is attained. The concrete temperature at the time ofapplication shall be within 6C of the atmospheric temperature.All surfaces shall be kept moist prior to the application of thecompounds and shall be damp when the compound is applied.9.3 FormsThe forms used in manufacture s
45、hall be suffi-ciently rigid and accurate to maintain the three-sided sectiondimensions within the permissible variations given in Section11. All casting surfaces shall be smooth nonporous material.9.4 HandlingHandling devices or holes shall be permittedin each three-sided section for the purpose of
46、handling andlaying.10. Physical Requirements10.1 Type of Test SpecimenCompression tests for deter-mining concrete compressive strength may be made on eitherstandard rodded concrete cylinders or concrete cylinders com-pacted and cured in like manner as the structure compacted andcured in like manner
47、as the three-sided section, or on coresdrilled from the three-sided section.10.2 Compression Testing of Cylinders:10.2.1 Cylinders shall be obtained and tested for compres-sive strength in accordance with the provisions of PracticeC 31/C 31M and Test Method C 39/C 39M, except that thecylinders may b
48、e prepared by methods comparable to thoseused to consolidate and cure the concrete in the actualthree-sided section manufactured. Cylindrical specimens ofsizes other than 150 by 300 mm may be used provided all otherrequirements of Practice C 31/C 31M are met. If the concrete isof a consistency too s
49、tiff for compaction by rodding or internalvibration, the alternate method described in Section II of TestMethods C 497M may be used. Cylinders shall be exposed tothe same curing conditions as the manufactured three-sidedsections and shall remain with the sections until tested.10.2.2 Prepare no fewer than three test cylinders from eachdays production of the lot of three-sided sections.10.2.3 Acceptability on the Basis of Cylinder Test Results:10.2.3.1 When the average compressive strength of allcylinders tested is equal to or greater than the design con
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